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� r � , <br /> � �a ~v , . :�'a i� �_ <br /> b � C <br /> C M <br /> Y �1 N <br /> � � H '° LOJIS Corpontion WG-1049-01-067 <br /> o � � Ju1y 18, 1991 Page 9 <br /> b M �Q <br /> � � � i 3.1. Active Farth Pressure <br /> � <br /> � � , Walls that aze designed to yield an amoant equal to or greater than 0.001 Gmes the wall height <br /> � ' � should be designed to resist the following: <br /> N <br /> y ;;� • Lateral equivalent fluid pressure = 40 pcf <br /> � oH , <br /> � � r� • Traffic surcharge load = equivalent to two feet of soil I <br /> O N I <br /> We have assumed that the wail is fully back-drained, as described in Section 8.2.2, and that the i <br /> wall backfill will be horizontal. I <br /> 3.2. At-Rest Farth I'rtssure i <br /> � Walis that arc restrained at the top against free movement should be designed on the basis of the ', <br /> following: <br /> � • Lateral equivalent fluid pressure = 60 p�f <br /> i • Traffic surchazge load = equivalent to two feet of soil <br /> ��' � <br /> � We have assumed that the wall is fully back-drained, as described in Section 8.2.2., and lhat the <br /> ' wall backfill will be horizontal. <br /> �� ; <br /> ��� ' 4. Resistance to I.alcral Louds <br /> , _ ,� '` .ti <br /> I.ateral load resistance for the proposed building can be developed by friction between the � <br /> i ��"� ' ' foundation botrom and the supporting subgrade. A friction coefficient of 0.35 is considered }I <br /> ""� <br /> applicaUle. As an alternative, a passive resistance equal to an equivalent 11uid weighing 250 �� ''`� ;� <br /> pounds per cubic foot acting against the vertical (ace of the foundations could be used. If _'ir'.' � <br /> ' � ' ' founda:ions are poured neat against the soil, the friction and passive resistance can be used in ,Z _ •�j <br /> .,r 5 .. � �'' <br /> �.� a , i combination. - - t'�;;' <br /> ,�r{ :as,_ <br /> �.t <br /> � <br /> i t �V. ENVIRONMENTAL CONDITIONS <br /> 1� ' <br /> � t� <br /> i , A. Field Work, Soil Sampling Analytical Resulls <br /> ... <br /> � ����. , As discussed earlier, Kaldveer staCf supervised the drilling of soil borings at the subject site on - � � � - <br /> , May 7 and June 13, 1991. Pour soil borings (f3-1 through B-4) were drilled at the subject site <br /> on May 7, 1991 during a combined geotechnical/hydrocarbon evaluation study. As a limiled <br /> y screen for petrole!im hydrocarbon contamination in soil, soil samples collected at a depth of 5 <br /> feet in borings B-1 through II-3 were analyzed for total petroleum hydrcearbons (TPH) by EPA <br /> Method 418.L The results of the analysis indicate that the soil sample collected from B-I <br /> � 7 <br /> ;; <br /> � � I(aldvecr A,sociaR s <br /> t <br />